Structural beam end connection



March 4, 1952 G. D. FISH 2,588,225

STRUCTURAL BEAM END CONNECTION Filed Aug. 19, 1948 I I 1 .l.

I I .7 40- l l 39, 1

I 1 .12... I 49 T a 854M [XTGA/J/QA/ Patented Mar. 4, 1952 STATES PATENT OFFICE 1 STRUCTURAL BEAM END EONNECTION Gilbert D. Fish, Pelham, N. Y. Application August 19, 1948, Serial-'No. 45;001

. 8. Claims. ll

fi lheifipresent invention: relates: to" structural heamsend connections ioryarious types ofioadbcaringfbeams'ssuch. as I-ibeamschannels, plate giederssand::othemtlexuralmemhers .of steel .or

0611911 metallicu-mate'rial .in rspans.

mhesgenenai object int the present invention tprcwideisuchu heam: end connections which simplywemd :read-ilytiormed "and are of such "lconstrnctionsaas to-Jmake possible balancing of r hytnegativeiendemoments"with the negatime momenta desirably. decreasing the positive momentum zxmdenxto permit an unusual :and -:de-

' sii'ablerazreductinn in. the-amount. of: required structural materials; andwwhichipermits a dew 'sirabhwconomydmlabor .tsince certain operations mayabe petformedz inzzthe shop. which are there more :readilyeaccomplished and whichmare less aexpenstve L than i lwheniznecessarily performed the .fie'ld.

z. mimor (specific T'object Set the; invention :is to provide such. debeam send. tconnection that .is

extension-armfixedto the beam end portion and extenriinypast the hin'ge connection to restraintingianchoraeeitoi:thewsupporting meanss; thereby r rmittinglzprodunticn of a partially rigid frame r withapredetermined .degre'eioi rigidity to produce practically any desired. ratio of maximum posiitiye n' omenteatwr.sneer the middle of a loadwearingubeami to-flmaximum :negat-ive moments :at thereittrememendsx-ofrthe 'span regardless of the in; load it is designedto carry, even to approximate baiiance or equality thereof. This perllargczreducticn in the structural materials medic-tor; particular.;ioads.

ctherro'bject isz totxprovide such -:a vbeam end onne'cticnzandsrestraining arm constructton whichi'efiectivlynaccomplishes .desired eco mnmical distribntionsxof bending moments with-- zznut :hecessityfbfeiieldzeonnections to resistzmaxi- '1 by windmearthqnake, tmachinery vibration,

andi theaiike.

istii-l'zanother chiiectzof "the invention to pro- -.vide =suchirconnection with a restraining extensrmz'ssmga preiie'termined amountcf negative bend- @enwmomcnt tinthe'ssupport means :atxthe ends thetspamsandr-rtc;makeotor furtheri veconomy dmmtertalsenseddn erecting a structur wmy idesired mortion :o'f ithe'positive center mo- 10 asion' arm' o! a flexibility,.tapprcciably greater than so :to :which :it is fixed :so as to had to the following detailed description taken in connection with the accompanying drawing. in which:

Fig. 1 islaside elevational n wt mithellarts broken away, of :a span including ,a load-bearing beam supported .at ,its ,tworends .bwcolumn with employment of connections :of the present inyention, theeconnection at the right fleeing dif- Hferent from that shown L at the deft inathat --anchorage ofsthe extension arm to the heamend portion is located at .a .much tgreatern dista-nce from the hinge locality;

Fig. 2.is a scctiontakencsubstantially cnrline 2-2 of Fig, Land with parts brokenlaway;

.Fig. .3 is a section taken substantially oniline 3-3of Fig-1;

,Ii'ig; 4 is a :side-elevational view; to sxnailer scale, of structure similar .to that :shownlinfig. ,1, indicating a. amodification oft the connection Got the invention, more particularly with arfi knecteto anchorage of: the extensiontarm to the. Supporting means;

Fig. 5 is ,anasidereleyationali View, with :parts in section and, broken away, :of, ta apairaof supposed .beam endtlconnectionssemployed for connecting ends of; spans to another beam as 'the supporting meansas distinguishedfrom the column sup-4. portingl means :of Figs. J1 and 44;

but Oriented ninety a degrees 9.0;)..to the position of similar; ,columncmeans in Fi s. .1 {1 d, 4

a that iview being a side elevation with-hal te broken away;

.Fig, 8 is :aside elevational miem withj A broken away, oi ,another yemhodiinent oi lagam ith end ect ut? t ez es ts w nticn the co umn sup r comp i n alw l vt o P .structureirwi h ea h bc e ruetu e somethi an opposed pair of channel ernhers and ith a the connections modi i dmi tadaeti n wh lstructura te ements; l is Q Fig. 9 is a sectional view taken substantially on line 99 of Fig. 8;

Fig. 10 is a perspective view of a modified form of extension arm which may be employed in the connections of Figs. 1 to 9 inclusive.

Fig. 11 is a perspective view of a further modification of the extension arm which may be employed in such connections; and

Fig. 12 is an exaggerated diagram illustrating the relative elastic deformation of uniformly loaded beam and connecting elements of the present invention.

Referring to the drawing, like numerals identify similar parts throughout, and it will be noted that, by way of example, there are shown therein various embodiments of the structural beam end connections of the present invention.

In Fig. 1 is shown, in elevation, parts of a structural steel beam and column construction, with a load-bearing beam of the I-beam type being shown supported between a pair of columns 2|, 2|, also. of the I-beam type, as is more clearly indicated in Figs. 2 and 3. The loadbearing beam 20 thus comprises a web 22 and flanges 23, 23, and it terminates in end portions 24 and 25. Each of the I-beam columns 2| con- -sists of a web 26 and flanges 21, 21.

Preferably each of the columns 2| is constructed and prepared in the shop to minimize field connections, and there one such column, such as that shown on the left in Fig. 1, may be fitted with a pair of relatively short cantilever stub beams 28 and I28, with the former formed of the same I-beam stock as is beam 20, and the latter, if desired, formed of different stock, e. g. smaller stock as may be dictated by the length of the adjoining span and the manner of its loading. In accordance with common practice and as preferred, welding is employed such as at the junctions of the web 22 and flanges 2323 of cantilever stub 28 with flange 21 of I-beam column 2|, such as at 29 and 38 respectively. Diaphragm plates 3| and 32 may be welded in the positions on the columns 2|, 2| shown if required to reinforce the column. of course, it will be understood that although welding is preferred, other known typesof fixing connections between the cantilever stub beam 28 and column 2| may be employed if desired. For example, bolting or riveting may be used,'as will be readily apparent to one skilled in the art.

The beam end connection of thepresent invention shown at the left side of Fig. 1 includes which-of those junctions is welded in the shop, the other will be formed inthe field. Further,

the hinge plate 33 may be welded in the shop along edges thereof, such as at 39 to the web 22 of the beam 20. or, alternatively, at 49 to web 22 of cantilever stub beam 28, with the other mentioned welding thereof being formed in the field, and it will be noted that the end 35 of extension arm 34 is fixed to beam end portion 24 in the vicinity of the hinge connection provided by hinge plate 33.

The beam end connection at'the right side of Fig. 1 is similar to that on the left side thereprising cantilever stubs 28 and 228, hinge means 33, 33, and restraining arms 34, 34; i. e., the structure extending between support columns 2|, 2|.

In order to understand more readily the operation and functioning of the structure and beam end connection embodiments shown by way of example in Figs. 1, 2 and 3, that ofthe Fig. 1 construction will be here contrasted with known types of structures' and parts thereof. The beam end connections of the present inven'-- tion and the associated elements are so proportioned as to restrain the ends of each beam a predetermined amount and to cause the bending moments to reverse in direction betweenth'e beam center and each end thereof. Certain principles which accomplish desired ends 'are frequently incorporated in structural steel and other buildings, viaducts and bridges, suchg-as making lines of beamsor aligned spans con tinuous across the supports instead of providing simple end supports for each beamat the ends of its own span. In framed structures having columns as wellas beams, the beamsare in some cases rigidly connected to the columns so as to form rigid frames-in which the beam ends are fully restrained against rotating with respect to the columns and with respect to the ends of any other beams which may occur in adjacent spans at the same level.

As contrasted therewith, beam end connections of the present invention and structures resulting from employment thereof. constitute a unique and important advance in that they "assure an unusual saving in materialsand economy in work in the field. In effect, the construction shown in Fig. 1 constitutes .a partially rigid'frame in which the degree of rigidity can be predetermined to produce an approximate balance or any desirable amount of inequality between themaximum positive movement in the beam 20 and-the maximum negative moments atthe supporting columns. This will be apparent from a comparison of the actions of various types of spans supported in other manners with those incorporating features of the present invention asindicated in the exaggerated diagram of Fig. 12 wherein the relative elastic deformation of a uniformly loaded beam, such as 20, andits connecting and associated elements is illustrated. -In-' and at the middle is equal to the totallo'ad' timesthe span divided by eight, with no'negativeinoment existing at any section. If the ends of such a beam are absolutely fixed, as by fastening to rigid abutments to eliminate rotationcompletely, each end bending moment is "equal t'o'f the total load times'the span divided by twelveand that end bending moment isnegativ'e. The

center moment in that case is positive and is column 2 l.

asserts equal to the total load times the length divided 'bytwent'y four. Although the "fixed-end beam construction has a relatively small positive corrter moment, it has negative end moments twothirds as large as the maximum total moment ina simplebeamcarryihg the same uniform load.

In accordance with the present invention, the rather fiexible'arms 3 fl and the hinges 3 3, 33 provide sufiicie'nt-fi'eXibili-tyin the endconnections to allow a small amount of rotation of the-ends of beam zliabcut'fthe hinge points, "so that the positive-moment atthe center of beam is increased-and the negative moments in the vicinity of theend portions thereof is decreased.

The hinge connections provided by hin'ge plates 33,533 being suoh a-s to resist verticalsh'ear-witnout preventing; practically free "rotation, there is thus provided at the end portionsl and '25 of the beam 20 connections to the endsof thetcantilever stub-beams'fl'andnli the nature of I supports for the vertical reactions of the central beam 20, with the-hinge -p1ate 'connections at 33, 33- being hinges inthe structural meaning of the term. But, of course, it willbe understood that, if--desired, actual hinge pins or bolts toact as such maybe employed'ior the same purpose. Of course, greater flexibility in hinge connections orplates fl, 33 can'be had by shortening their vertical dimensions while making -:certain re uired "strength felati-V to Vertical Shear is assured.-- The teiins hing-e connections and Yh-inge means are used herein'in the sense that they are'such means as will-resist shearing force without preventing relatively the beam end portions. I l i Each beam e'nd connection of Fig; l 1 additionally includes 'the all important restraining extension :arm '34, which'atone end is rigidly attached to an end portion of the central beam 20 and-extends pas'tthe hingeHat-M an appre ciable distance to a point of restraining: anchorage to the support means, such as to the This restraining i extension arm 34 is not connected directly-to the cantilever stub beam 28 in the vicinity of thehinge connection --tive bending moment at the other end of the armwhere it is fixed to the end portion 24 of the central beam 20. These negative moments are, ofcourse, transmitted to the central beam at its end portions, butthe amounts thereof are much-smaller than the moments at the ends of the cantilever stubs where the latter "are welded to the columns. I

v In the embodimentshown in '1, 2 and 3, itis proposed to employas restraining "extension arms 34 elongated tapered plate-like struc-. tures as indicated, so as to assure appreciably ,greater flexibility in that arm than in the central beam section 20. Thearm 34 is preferably tapered to make it relatively highly flexible without making it too shallow for the needed strength. One good reason for sucharm construction is in order to assure economy in the use of materials since a relatively heavy arm ,structure is not needed. Greater flexibility in the restraining arm assures less bendingmoment in the support means or column to which the end free rotation of bf the arm is anchored or welded. "Further; if the extension arm is so constructed as to halt "a flexibility about equal to that of the central beam, there would result in effect'a comparatively rigid structure with the ends bf the arm respectively fixed tothe' central beam and tennected to the support means or column, andjof course, it'is not economical "or practical. "w obtain the effect of rigid beam structure by" more complicated construction.

It will be understood, of course; although restraining extensronarms are-shown in Figs. 1 2 and 3 as being formed as separate p1ate-1ike elements formed from plate material =01" cast stock and thereafter welded at its ends resp'ee I ,tively to the central beam and the support means,

"duce the amoun of steel inthe member as m jch generally uneconomical to it can, of course, beprovide'd as an integral part of the beam end portion with the fixingbf'th'e restraining extension arm to the load=supporting beam resulting from that integration. of

course, can be accomplished by cuttingaway the flanges 23, '23 and portions of the web 1-22 "from the end portionZ'd of the central beam 120.- I

By suitable selection of the lengthsbf the cantilever stub beams (which, of course," dictates the location ofthe hinge support's" at 33, 33), and of the depth, taper and thickness of there's'trainmg extension arms 34, 34, almost anybombihation of distributed and concentrated loads on the beam can be caused to produce 'eqi'ialposi tive and negative"bending moments, V and, of course, it will beund'erstood that the obtainmc'nt of certainadvanta'ges resulting from employment of the present invention are not idepn dent upon precisely equalizing the positiveand negative moments, and that they "can be realized to a degree if such moments are thereby made comparable in amou'nt inst ead'of verydiileren't as in the ease oftruly rigid frame constructions. With such beam end connections of the present invention, itis, of course,p0ssible to make "the end moments and central moment equal, the

value in the case of uniformly distributed l'oad being total load times span divided by sixteen, which is, of course, one-half the maximum moment in a simple beam construction.

, Generally speaking, reducing the bending moment alspan byfifty 'prce'ntfdoes not" reas fiftyperc'enh 'since the weight of an e me proportioned I-b'eamfor steelfi'girder'is roughly proportional to the two-thirds power ofthe'maximum' bending moment However, if the i'S'yS- I tematicall'y reduces byfneafrly' any 'p'erc'entfthe maximum, bending momentsin the "beams "of any certain constructionby employment of features of the'present invention, a" saving of about threeeightsof the required beam material may begetfected. No system ofrigid ,fra'm construction closely approaches this ,piibentage of ight saving since welding the members rigidly] e another'results, "n negative, moments which greatly exceed the positive moments.

Further, beam end connection'sjof the present invention accomplish this economical distribution of bending Tmoments, without requiring the maximum moments to belresistedfby field connections. In structural metal or steel naming, it has been found excessively expensive and utilize rigid frame design as the fmea'nsof .savin'gLmat' l, welded or rivetedifield connectionsflde resist large bending moments requireanexce's ve amountoi expensive labor." The presentji yention ermits making of allofthe J'Olnts which have to transmit bending stress entirely in the shop where conditions are more adapted to production of efiicient results and where labor is less expensive.

;It will be noted from the structure shown in Figs. 1; 2 and 3 that the restraining extension cantilever stubs. It practice, one may frequently put one or more bolts through any particular restraining extension arm and the associated support means or cantilever stub solely for the purpose of bracing the arm against buckling sideways. However, in such cases care will be taken to avoid any tight connection which would interfere with the intended relative movements of the parts and the desired distribution of stresses indicated above.

Preferably the connection of the restraining extension arm to the load-bearing beam and the connection of the cantilever stub to its support; means will, as a practical matter, be formed by welding, but, of course, if for certain reasons other, means of attachment which will accom} ,plish similar results are desired, they may be used within the scope of the invention. Field connections which consist of the so-called hinge means at the junctions of the main beam and the cantilever beams and the anchorage of the restraining extension arms may be made by welding or bolting. If field welding is to beused for the structure as a whole, it may be preferred from the standpoint of simplicity and economy to attach the ends of the arms to the support means also by welding, but, of course, similar results can be accomplished by means of a shop-welded lugon the support means and a shim inserted in the f eld to take up the clearance necessitated by workmanship tolerances. In heavy beam constructions, the beam-to-cantilever connections may preferably be welded in view of the possibility that bolted connections or bearing lugs for such.constructions may be excessively bulky.

Itjlhas been discovered that the negative moments at the beam ends which decrease the positive moment at the center of a uniformly loaded beairi are induced by vertical rather than horizontal reactions. When such a beam is connected to supporting columns by welded or riveted joints designed to produce end restraint; i.,e. negative moments, the effect is accomplishedby horizontal tension in the top flange attachment and horizontal compression in the bottom flange h attachment. In a system embodying principles of the present invention, the reduction in positivemoment at the middle of the beam is accomplished partly by the cantilever construction and partly by the restraining arms which act like pump handles with a downward vertical force at the outerend of each arm and an equal upward force combined with moment at the other end of the arm which is attached or fixed to the beam. These restraining arms thus provide equality or any desired approach to equality of the maximum positive bending moment in the suspended beam and the negative bending moments in the cantilevers at their attachments to the supporting columns. Further, those'arms provide stability against collapse or excessive vibration dueto horizontal forces such as may result from wind, earthquake and machinery vibration, since in a building, columns with cantilever stubs carrying suspended beams by hinge connections alone, without restraining arm constructions of the present invention, would depend on the rigidity of the columns and the security of the column anchorage foundation for stability against such horizontal forces.

As contrasted with ordinary cantilever systems, attention is directed to the fact that the hinge connections for the ends of the load-bearing beams characterizing the beam end connections of the present invention can be and are much nearer to the support means while accomplishing the desired equalization of positive and negative moments. This is because the anchored ends of the extension arms at the support means are held down by vertical reactions which induce in the suspended beam at each hinge connection a negative moment equal to the vertical reaction times the length of the arm. In the case of uniformly distributed load, an ordinary type of hinge cantilever system would require cantilever stub beams which extend at least about fifteen percent (l5%) of the span from each support column in order to attain the desired equality of positive and negative moments. However, beam end connections of the present invention permit the employment of cantilever stub beams of a maximum length of about ten percent (10%) of the span. Excessively long cantilevers would have, among other disadvantages, the impractical requirement of making the columns with their shop-attached cross arms or cantilever stubs inconveniently wide and bulky for transportation and erection, and finished constructions employing the same would be relatively unstable and subject to horizontal forces of the type mentioned above; e.-g., wind forces, etc.

As indicated in the beam end connection at the right side of Fig. l, the restraining extension arm 34 may, within the scope of the present invention, be made appreciably longer than the cantilever stub beam 228 and be fixed or attached to the end portion 25, of the central load-bearing beam 2|] appreciably farther from the support In other situations, it may be desirable to locate the anchorage end 3'! of the restraining extension arm 34 an appreciable distance away from the supporting column 2|, as proposed in Fig. 4. In such case, the end portion 24 of the central beam 20 may have welded thereto at 36 one end of restraining arm 34 and connected by hinge plate 33 to the free end of cantilever stub beam 28, with the other end 31' of the arm welded at I38 to the web 22 of the cantilever stub beam 28 an appreciable distance away from column 2 I, as therein shown.

Fig. 5 shows beam end connections similar to that shown at the left side of Fig. 1 but differing in the type of support means. Fig. 5, the support means l2! may .be a horizontal I-beam or girder having flanges I21, I21 and web 126. Each of cantilever stub beams 328 has its top flange 323 foreshortened and aligned with and welded to top flange l2! of I-beam support The web 22 of cantilever I-beam 328 and the bottom flange 23 are welded to the web I28 of horizontal support beam-12L as is the inner .end 31 of restraining extension arm 34. In all other respects, the beam end connections of Fig.

As shown in respects, the structure of Figs. 6 and '7 is similar to: thatofi the-beam end connection at the left side'ofFig; 1'. r H

In Figs. 8 and 9 are shown further structural modifications in 'whi'ch are incorporated beam end connections of the present invention which may be used to'advantage in hollow structural systems for air-conditioned buildings. As shown in Figs. 8 and 9, support column 22l may be hollow box-like structure serving as an air duct as well as a structural support. To opposite sides'4l, 4| are welded a pair'of channel extensions 42, 42,. each. providing an opposed pair of cantilever stub 43, 43.. Each beam I20. comprises a pair of channel members 44, 44 (which, of course, may be I-beam. members, if desired) supported by hinge. connections from the outer ends. of a pair of the cantilever stubs 43, 43. To theweb of each load-bearing beam or channel 414 is'weld'ed restraining extension arm I34, in turn anchored to hollow column 22 I, such as by welding or other means to another side 45 of hollow column 22l, as shown. The hange connections of the beam end connections shown in Figs. 8 and 9 are provided by a plurality of lugs 46-4B, with one welded to the top flange of each of the channels 44 and extending laterally to bear or rest upon the top flange of each of the cantilever channels 42. Such hinge connections are supplemented by means loosely to hold the parts in their relative positions without alrecting hinge rotation and such means may comprise bolts 41-41, each of which is loosely received through oversized holes through the lapped ends of one of the cantilever channels 42, a beam channel 44, and the restraining extension arm l34associated therewith.

As indicated above, a restraining extension arm member may be a tapered elongated element or trapezoidal cut-out from a flat plate, preferably of high-tensile steel, such as proposed in Figs. 1 to 9 inclusive. However, for long spans in heavy loads it may be advisable or desirable to use tapered channel members for such restraining extension arms, such as that proposed in Fig. 10, made by bending or pressing a trapezoidal plate to the shape there shown. As a result, such tapered channel restraining arm 234 may comprise a tapered web 334 having a wide end I35 and a narrow end I31 The channel arm 234 also includes flanges 43, 48 which preferably taper from the wide end I35 to the narrow end 13! of trapezoidal web 334 as shown. Of course, it will be understood that although the tapered form shown is preferred, since that shape and the high stress permitted by the extra strength of material combine to produce a sharper elastic curvature in the arm than in the beam, such extension arm may, of course, take the form of a piece of ordinary channel structural member or be in the form of an elongated rectangular plate. In the latter cases, it is preferable to insure greater flexibility in such an arm than in a beam structure to which it is fixed for the reasons indicated above, and, of course, such an arm might, if desired, be formed from the structure of the end of is shown a beam end connec- 10 the beam, such as by cutting away flanges from an end of an I-beam, leaving a more flexiblepiece ofqthe web to serve as the anchorage extension arm. Other possible variations will readily occur to; those skilled in the art who will realize that the anchorage extension arms and hinge means may, if desired, be in the form of forgings or castings and possibly of variable thickness rather than, being formed from plate stock.

.As' shown in Fig. 11,-such restraining extension arm may also take the form of a V-shaped mem-.

ber-'434which may be formed by cutting from a thick plate orgby bending a bar to V-shape andadapted to actlike the end panel of a truss,-

which fora given depth and strength is somewhat more flexible than a tapered plate or chant arms 49, 49 fixed or welded to the end of a load.

supporting beam, and with its small end 50 adapted to be secured to the support means in a manner to prevent displacement but not necessarily to prevent rotation.

It will thus be seen that the objects set forth above among thosemade apparent from the pre-- ceding description are efiiciently attained and,

since certain'changes may be made in the above construction and difiering embodiments of the invention could be made without departing from the scope thereof, it is intended that all matter contained in the above description or shown in the accompanying drawing shall be interpreted as illustrative and not in a limiting sense.

It is also to be understood that the following claims are intended to cover all of the generic and specific features of the invention herein described, and all statements of the scope of the invention which, as a matter of language, might be said to fall therebetween.

Having described my invention, what I claim as new and desire to secure by Letters Patent is:

1. A structural beam end connection comprising, in combination, a support member, a loadbearing beam having an end portion located in the vicinity of said support member, a cantilever stub beam member fixedly mounted on and extending away from said support member toward said beam end portion, hinge means rotationally connecting said beam end portion to said cantilever member, a moment-transmitting extension arm of greater flexibility than said loadbearing beam fixed to said beam end portion and extending past said hinge means to an anchorage point appreciably beyond said hinge means, and means at that anchorage point connecting said arm to one of said members.

2. A structural beam end connection as defined in claim 1 characterized in that said hinge means is a flexible plate-like member having opposite edges respectively lapped against and secured to said beam end portion and said cantilever member.

3. A structural beam end connection as defined in claim 2 characterized in that said hinge member is welded to said beam end portion and said cantilever member.

"fixed to said beam end portion and its smaller end connected to its anchoring member at the restraining point.

6. A structural beam end connection as defined in claim characterized in that said extension arm member has a major web portion thereof arranged substantially parallel to the plane of major bending moments of said load-bearing beam.

'7. A structural beam end connection as defined in claim 6 characterized in that said extension arm is a separate plate-like member having its larger end lapped against and welded to a vertical web of said load-bearing beam and its smaller end welded to said support member.

8. A structural beam end connection comprising, in combination, an elongated load-bearing beam having an end portion located at the connection locality, supporting means Which is wide at the connection locality in the direction of the longitudinal dimension of said beam having a lateral outer side portion located in the vicinity of said beam end portion, hinge means rotationally connecting said beam end portion on a substantially horizontal axis substantially normal to the longitudinal dimension of said beam to said outer side portion of said supporting means, moment-transmitting extension arm means fixed to said beam end portion and extending substantially collinearly of and away from said beam end portion past said hinge c 12 means and said supporting means outer side portion to an anchorage point appreciably inward of said hinge means and inward of said supporting means-outer side portion in the direction of the longitudinal dimension of said beam away from said beam end portion, and means at that anchorage point connecting said arm means to said supporting means, said hinge and moment-transmitting extension arm means with the connections thereof to said beam and supporting means constituting the sole means of connection of said beam end portion to said supporting means.

GILBERT D. FISH.

REFERENCES CITED The following references are of record in the file of this patent:

UNITED STAT-ES PATENTS Number Name Date 1,883,376 Hilpert et al Oct. 18, 1932 1,899,799 Edwards Feb. 28, 1933 2,019,684 Leake Nov. 5, 1935 2,039,602 Luebbe May ,5, 1936 2,146,332 Deming Feb. 7, 1939 2,146,333 Deming Feb. 7, 1939 2,382,583 Scheyer Aug. 14, 1945 2,387,134 Fox Oct. 16, 1945 

